sei sepalang abutment
TRANSCRIPT
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PROGRAM ANALISIS KEKUATAN COLUMN PIER DENGAN DIAGRAM INTERAKSI
INPUT DATA DINDING BETON BERTULANG
1000 mm
Tebal dinding h = 1200 mm Mutu Beton : K - 250
Jarak pusat tul.thd.tepi beton terluar d = 100 mm Mutu Ba!a : " - #$
Ba!a tulangan tarik % &s ' : 1 lapis ( 25 !arak 100 )$0$
Ba!a tulangan tekan % &s ' : 1 lapis ( 25 !arak 100 )$0$
Kuat tekan beton* 20.+5 M,a asio tul. Tarik = 0.)0$1 /
Tegangan leleh ba!a* #$0 M,a asio tul. Tekan = 0.)0$1 /
Modulus elastik ba!a* 2.05 M,a aktor reduksi kekuatan
aktor distr. Teg. 0.35 4 0.65
4 0.80
PERSAMAAN UNTUK PERHITUNGAN DIAGRAM INTERAKSI
d = h - d = 1100 mm
Pada kond! "#kan ak!a$ !#n"%! &1'85( k
Pada kond! )a$an*# &
666.6( mm
"ntuk maka 6s = 67
"ntuk maka8a7a-ga7a internal beton dan ba!a :
k
k
k
8a7a aksial tekan nominal kondisi balan9e :
k
(itin!au dinding selebar * ) /
s = mm2
s = mm2
9 =
7 =
s =
1= untuk ,n 0.1>69 >b>h
untuk ,n = 0
,no = 0.30>@ 0.35> 69 > b > h % &s &s '>% 67 - 0.35>69 'A > 10-# =
9b = s
9 = 0.35 > 69 > b > ab > 10-#
s = &s > 67 > 10-#
s = &s > % 6s - 0.35>69 ' > 10-#
,nb = 9 s - s
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4 = 0.30 - 1.5>,n %69 > b>h' untuk 0 D ,n D 0.10>69 > b>h
TABEL PERHITUNGAN DIAGRAM INTERAKSI
9 amm M,a M,a mm k k k k k-m k k-m
TK& &KEF&G ETFE 1$35
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9 amm M,a M,a mm k k k k k-m k k-m
Cs
Cs
6 s
6 s
9
s
s ,
n M
n 4.,
n 4.M
n
11)0 0.00011 0.002+#+ 21.05 #$0.00 $
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9 amm M,a M,a mm k k k k k-m k k-m
Cs
Cs
6 s
6 s
9
s
s ,
n M
n 4.,
n 4.M
n
322 -0.00101 0.002
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9 amm M,a M,a mm k k k k k-m k k-m
Cs
Cs
6 s
6 s
9
s
s ,
n M
n 4.,
n 4.M
n
50) -0.00#55 0.002)05 -#$0.00 #$0.00 )23.)0 +555.$1 -1$1).)1 132+.3# +)
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9 amm M,a M,a mm k k k k k-m k k-m
Cs
Cs
6 s
6 s
9
s
s ,
n M
n 4.,
n 4.M
n
KONTROL KOMBINASI BEBAN ULTIMIT COLUMN PIER DENGAN DIAGRAM INTERAKSI P4M
0.000 500.000 1000.000 1500.000 2000.000 2500.000 #000.000 #500.000 )000.000
0.000
2000.000
1L 112$2L 11)##L 112$)L 112$ 5L 10)2
φ.Μν (κΝ−µ)
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0.10>69 > b>h = 2)$0 k
Pn
kN
0.
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Pn
kN
51 1$021.$1 0.
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Pn
kN
10) 1#155.0+ 0.
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Pn
kN
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Pn
kN
11# 21)$.23 0.
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Pn
kN
γ
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0 0.02 0.0) 0.0< 0.03 0.1 0.12 0.1) 0.1< 0.13 0.2 0.22 0.2) 0.2< 0.23 0.# 0.#2 0.#) 0.#< 0.#3 0.)
0
0.05
0.1
0.15
0.2
0.25
0.#
0.#5
0.)
0.)5
0.5
0.55
0.<
0.
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DIAGRAM INTERAKSI 0.+0"ntuk : 6 7 = #$0 M,a hh =
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0.13#) 0.2#<
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1. TINJAUAN ABUTMENTARAH MEMANJANG JEMBATAN
Tinggi Column abutmen, 1.20 m
Ukuran penampang, B = 10.00 m
h = 0.80 m
Luas penampang Column abutmen,
8
Lebar ekivalen Column abutment,
10 m
Beban Ultimit Paa Column abutment!"o #onisi Beban
$k"% $k"m%
L =
= B 3 h = m2
Be = 4 h =
Pu
5u6
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1 #ombinasi & 1 11288.' 1(''.)
2 #ombinasi & 2 11*)).( 1(''.)
) #ombinasi & ) 11288.' 1(').2
* #ombinasi & * 11288.' 1(''.)
+ #ombinasi & + 10*1+.* (81+.1
1.1. KONTROL STABILITAS ABUTMENT
1.1.1. PENGARUH BERAT STRUKTUR
1.1.2. PENGARUH P-DELTA
:a;a aksial ultimit abutment 10*1+.* k"
5omen ultimit abutment, (81+.1 k"m
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#ontrol e>ek P&elta untuk #ombinasi Beban Ultimit
"o #onisi Beban ? #eterangan
$k"% $k"m% $m% $k"m% $k"m%
1 #ombinasi & 1 11288.' 1(''.)* 0.00002 0.2'2 88.)1' 5 @ +35u6
2 #ombinasi & 2 11*)).( 1(''.)* 0.00002 0.2'+ 88.)1' 5 @ +35u6
) #ombinasi & ) 11288.' 1(').2* 0.00002 0.2'1 88.1'22 5 @ +35u6
* #ombinasi & * 11288.' 1(''.)* 0.00002 0.2'2 88.)1' 5 @ +35u6
+ #ombinasi & + 10*1+.* (81+.12 0.00010 1.0' )0.(+' 5 @ +35u6
Pu
5u6
5
+35u6
5 @ + 3 5u6 $#%, maka e>ek P&elta apat iabaikan
0.10*21
#ekakuan lentur Column abutment, 11*(2+28.(
Beban aksial kritis, 1'+(8'8 k"
aktor perbesaran momen, 1.000(0'+
:a;a geser horisontal akibat gempa, 2)1.1 k"
7impangan lateral akibat gempa, 0.00011'*8 m
aktor perbesaran momen, 1.000*)+'
Iiambil >aktor perbesaran momen, 1.000(0'+
5omen ultimit ;ang iperbesar,
"o #onisi Beban
$k"% $k"m% $k"m%1 #ombinasi & 1 11288.' 1(''.)* 1('(.'
2 #ombinasi & 2 11*)).( 1(''.)* 1('(.'
b = IL 4 $IL 9 LL% =
< = 0.* 3 3
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) #ombinasi & ) 11288.' 1(').2* 1('*.+
* #ombinasi & * 11288.' 1(''.)* 1('(.'
+ #ombinasi & + 10*1+.* (81+.12 (820.'
1.2. PEMBESIAN BATANG ABUTMENT
5utu Beton ! # & 2+0
#uat tekan beton, 20.(+ 5Pa
5utu Baa ! U & )
> D =
U"TU# LB = U"TU# LB 1 5
"o #5B
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hD 4 h = 0.(+
asio tulangan ;ang iperlukan, r = 1.00%
Luas tulangan ;ang iperlukan ! 8000
Iiameter tulangan ;ang igunakan, I = 2+ mm
Tulangan tekan ibuat sama engan tulangan tarik !
*000
Aarak tulangan ;ang iperlukan, 12) mm
Iigunakan ! Auml.Lapis ia. Tulangan Aarak Luas Tulangan
"ilai a = >.Pn 4 $>
D.
g% an b = >.5
n 4 $ >
D.
g.h % iplot ke alam iagram interaksi iperoleh,
s = r 3 b 3 h = mm2
s $tekan%
= s $tarik%
= 1423 s = mm2
s = p4*3I23b 4$1423s% =
0.
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0.2
0.25
0.#
0.#5
0.)
0.)5
0.5
0.55
0.<
eh=2.00
eh=1.00
ρ = 1/
eh=0.50
sebagai berikut.
ANALISIS DINDING BETON BERTULANG DENGAN DIAGRAM INTERAKSI
IT I D =
> ; =
s =
1 =
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Iitinau ining selebar, b = 1000 mm
Tebal ining h = 800 mm
Aarak tul. th.tepi beton D = 100 mm
1 lapis I 2+ arak 100
1 lapis I 2+ arak 100
Luas tulangan tarik, *0
Luas tulangan tekan, *0asio tulangan tarik an tekan,
Baa tulangan tarik $ s % !
Baa tulangan tekan $ sD % !
s = mm2
sD = mm2
d
d
φ.,n
φ.Mn
:s :9 :s
:a;a tekan aksial nominal, harus
Paa konisi balane !
Untuk, maka
Untuk, maka
:a;a&ga;a internal beton an baa !
k"
k"
k":a;a aksial tekan nominal konisi balane !
k" harus Q
5omen nominal konisi balane !
Pn
S Pno
b = '00 4 $'00 9 >;% 3
ab =
1 3
b
Ds = 0.00) 3 $b & D% 4 b
Ds R > ; 4 s > sD = > ;
Ds @ > ; 4 s > sD = Ds 3 s
C = 0.8+ 3 >
D 3 b 3 a
b 3 10&)
Cs =
s 3 >
; 3 10&)
CsD = sD 3 $ > sD & 0.8+3> D % 3 10&)
Pnb
= C 9 C
sD & C
sP
no
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5omen nominal konisi balane !
k"&m
Paa konisi garis netral terletak paa arak ari sisi beton tekan terluar !
Untuk maka
Untuk maka
Untuk maka
Untuk maka
5nb
= G C 3 $h42 & a
b42% 9 C
s 3 $ & h42% 9 C
sD 3 $h42 & D% H 310&)
s= 0.00) 3 $ & % 4
Ds = 0.00) 3 $ & D % 4
G sH R >
; 4
s> s = G
sH 4
s 3 >
;
G s H @ >
; 4
s> s =
s 3
s
Ds R > ; 4 s > sD = > ;
Ds @ > ; 4 s > sD = Ds 3 s
a = 1 3
1.4. TUL. GESER COLUMN ABUTMENT (ARAH MEMANJANG JEMBATAN)
Perhitungan tulangan geser untuk ining abutmentiasarkan paa ga;a geser terbesar antara
ga;a lateral an momen ultimit untuk kombinasi beban ;ang menentukan alam perhitungan
tulangan aksial tekan an lentur.
:a;a aksial ultimit renana, 10*1.+* k" 10*1+*) "
5omen ultimit renana, (82.0' k"m (.82908 "mm
5utu Beton ! # & 2+0 20.8 5Pa
5utu Baa ! U & ) )0 5Pa
Iitinau ining abutment selebar, b = 1000 mm
aktor reuksi kekuatan geser, > = 0.' Tinggi ining abutment, 1200 mm
Tebal ining Pierabutment, h = 800 mm
Luas tulangan longituinal ining abutment 81(
Pu = Pu =
5u = 5u =
> D =
> ; =
L = L =
= mm2
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Luas tulangan longituinal ining abutment 81(
Aarak tulangan terhaap sisi luar beton, D = 100 m
:a;a geser ultimit akibat momen, '+1(20 "
:a;a geser ultimit akibat ga;a lateral, )10*(8 "
Iiambil, ga;a geser ultimit renana, '+1(20 "
= h &D = (00.00 mm
2)2*000 "
2)2*001 " / Ju $#
1.0+ 1.0+1.00* 1
s mm
Ju = 5
u 4 L =
Ju = T
u6 310) 4 B
e =
Ju =
Jma6
= 0.2 3 >D 3 b 3 =
> 3 Jma6 =
b1 = 1.* & 4 2000 =b2 = 1 9 Pu 4 $1* 3 > D 3 b 3 h% = b1 =
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262/321
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8/15/2019 Sei Sepalang Abutment
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8/15/2019 Sei Sepalang Abutment
264/321
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8/15/2019 Sei Sepalang Abutment
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8/15/2019 Sei Sepalang Abutment
266/321
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1. DATA ONDASI
B" 4 5T = )+ V
5oulus elastis beton, 21*10 5Pa #ohesi tanah,
Berat beton bertulang, 2+ C = + kPa
I ; =
=
- = k"4m)
B6
= hp
=
B; = ht =
L1 = L
2 =
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Iiameter sumu I = ).00 m Panang, L = ).00 m
IT 7U7U"" 7U5U"
Aumlah sumuran arah ; 2 buah
Aumlah sumuran arah 6 1 buah
2. DAYA DUKUNG AKSIAL IJIN SUMURAN
2.1. BERDASARKAN KEKUATAN BAHAN
n; =
n6 =
aktor a;a ukung menurut Thomlinson !
$228 9 *.)3>% 4 $*0 & >% = ('
$*0 9 +3>% 4 $*0 & >% = *)
$'3>% 4 $*0 & >% = *2
)**
ngka aman, 7 = 2
Ia;a ukung iin umuran, 1(*( k"4m2
2.2.2. MENURUT MEYERHO (DATA PENGUJIAN SPT)
engan, "D = nilai 7PT terkoreksi,
"ilai 7PT hasil penguian, " = *0 pukulan4)0 m"ilai 7PT terkoreksi, "D = 1+ 9 1423$ " & 1+% = 2(.+ pukulan4)0 m
1100 = 11000
ngka aman, 7 = 2
I k ii ++00 k"4 2
" =
"W =
"g =
Wult
= 1.) 3 C 3 " 9 g 3 I
> 3 "
W 9 0.' 3 g 3 3 "
g= k"4m2
Tegangan.iin = Wult 4 7 =
Wult
= *0 3 "D $ alam Ton4m2 %
Wult
= *0 3 "D = Ton4m2 k"4m2
tegangan = W 4 7 =
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Ia;a ukung iin sumuran , ++00 k"4m2
2.2.3. MENURUT BAGEMENT (PENGUJIAN CPT)
nilai konus rata&rata 1+0.00 1+000
Ia;a ukung iin tiang , +000 k"4m2
2.2.4. REKAP DAYA DUKUNG AKSIAL TIANG
teganganiin
= Wult
4 7 =
Piin
= W 4 )
W = kg4m2 W = k"4m2
Piin
= W 4 )
= 1*.1)
76 = +.28(+ m)
Tegangan aksial maksimum an minimum ;ang ierita satu sumuran !
" #5B
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Tegangan aksial maksimum an minimum ;ang ierita satu sumuran!
= 1*.1)
76 = 1(.0202
Tegangan aksial maksimum an minimum ;ang ierita satu sumuran !
" #5B
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&. PEMBESIAN PILE CAP
&.1. GAYA AKSIAL ULTIMIT TIANG
pileap = 1*.1)
76 pileap= +.28(+
" #5B ] 4 >
;3
G 1 & F 3 G1 ^ 2 3
n 4 $ 0.8+ 3 >
] % H =
r = 0 2+31 * 4 > =
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asio tulangan minimum, 0.0000asio tulangan ;ang igunakan, r = 0.00*'2
Luas tulangan ;ang iperlukan, +('Iiameter tulangan ;ang igunakan, I 2+ mm
Aarak tulangan ;ang iperlukan, 8+.08' mmIigunakan tulangan, D 2" - 100
*0Untuk tulangan bagi iambil +0 tulangan pokok.
288+Iiameter tulangan ;ang igunakan, I 1 mm
A k l i l k 8 21
rmin
= 0.2+ 1.* 4 > ; =
s = r 3 b 3 = mm2
s = p 4 * 3 I2 3 b 4 s
=
s = p 4 * 3 I2 3 b 4 s
= mm2
sD = +0 3
s = mm2
s p 4 * 3 I2 3 b 4
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A. DATA STRUKTUR ATAS
U
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,age 1 #01+0
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,age 2 #01+0
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,age # #01+0ragma 1+.)0 + 2.10 k"4m 1'0.'+
Total berat seniri struktur atas, (1+2.(+
k"4m)
k"4m)
P57
=
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,age ) #01+0
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,age 5 #01+0
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,age < #01+0
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,age + #01+0onasi akibat berat seniri struktur atas, 5a = Pms 3 e
5s = 0 k"meter
2.TEKANAN TANAH (TA )
Paa bagian tanah ibelakang ining abutment ;ang ibebani lalu lintas, harus
iperhitungkan aan;a beban tambahan ;ang setara engan tanah setebal 0,'0 m
b b b t ki l b b k b i t b t
$k"4m)%
P5
=
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,age 3 #01+0
-
8/15/2019 Sei Sepalang Abutment
285/321
,age $ #01+0
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286/321
,age 10 #01+0
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8/15/2019 Sei Sepalang Abutment
287/321
,age 11 #01+0
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,age 12 #01+0
-
8/15/2019 Sei Sepalang Abutment
289/321
,age 1# #01+0
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8/15/2019 Sei Sepalang Abutment
290/321
,age 1) #01+0onasi akibat temeperatur,5T
= TT
3 [T
=
Lengan terhaap breast -all akibat temperatur, [T
= h(&h&h11 =
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8/15/2019 Sei Sepalang Abutment
291/321
,age 15 #01+0
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8/15/2019 Sei Sepalang Abutment
292/321
,age 1< #01+0
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8/15/2019 Sei Sepalang Abutment
293/321
,age 1+ #01+0
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8/15/2019 Sei Sepalang Abutment
294/321
,age 13 #01+0
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8/15/2019 Sei Sepalang Abutment
295/321
,age 1$ #01+0
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8/15/2019 Sei Sepalang Abutment
296/321
,age 20 #01+0
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8/15/2019 Sei Sepalang Abutment
297/321
,age 21 #01+0
-
8/15/2019 Sei Sepalang Abutment
298/321
,age 22 #01+0
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8/15/2019 Sei Sepalang Abutment
299/321
,age 2# #01+0
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8/15/2019 Sei Sepalang Abutment
300/321
,age 2) #01+0
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8/15/2019 Sei Sepalang Abutment
301/321
,age 25 #01+0
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8/15/2019 Sei Sepalang Abutment
302/321
,age 2< #01+0
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8/15/2019 Sei Sepalang Abutment
303/321
,age 2+ #01+0
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8/15/2019 Sei Sepalang Abutment
304/321
,age 23 #01+0
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8/15/2019 Sei Sepalang Abutment
305/321
,age 2$ #01+0onasi !
2 mB6 4 2 =
k = persen kelebihan beban ;ang iiinkan $%
= momen pen;ebab guling
5omen penahan guling !
ngka aman terhaap guling ! harus 2.2
"o #ombinasi k P 7 #eterang
beban $k"% $k"m% $k"m%
1 #ombinasi & 1 0 110'2.1 (1.'' 2212*.* 2(.+ / 2.2 $#%
2 #ombinasi & 2 2+ 110'2.1 22+*.1' 2('++.+ 12.2( / 2.2 $#%
) #ombinasi & ) *0 110'2.1 22+*.1' )0(*.1 1).(* / 2.2 $#%
* #ombinasi & * +0 110'2.1 22+.08 ))18'.' 1*.' / 2.2 $#%
+ #ombinasi & + +0 1011'.*' +1'.) )0)*.* ).1 / 2.2 $#%
butment aman terhaap guling arah memanang embatan
10.2. STABILITAS GULING ARAH MELINTANG JEMBATAN
56
5p = P 3 $B
6 4 2% 3 $1 9 k%
7 = 5p 4 5
6
56
5p
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8/15/2019 Sei Sepalang Abutment
306/321
,age #0 #01+0onasi !
+.00 mB; 4 2 =
k = persen kelebihan beban ;ang iiinkan $%
= momen pen;ebab guling
5omen penahan guling !
ngka aman terhaap guling ! harus 2.2
"o #ombinasi Beban kP
7 #eterang$k"% $k"m% $k"m%
1 #ombinasi & 1 0 110'2.1 0.00 ++)10.
2 #ombinasi & 2 2+ 110'2.1 1+1.88 '1)8.( *++.2) / 2.2 $#%
) #ombinasi & ) *0 110'2.1 1+1.88 ((*)+.) +0.8' / 2.2 $#%
* #ombinasi & * +0 110'2.1 1+1.88 82''.* +*'.28 / 2.2 $#%
+ #ombinasi & + +0 1011'.*' ZZZ (+8().+ '.' / 2.2 $#%
butment aman terhaap guling arah melintang embatan
12. KONTROL STABILITAS GESER
56
5p = P 3 $B
; 4 2% 3 $1 9 k%
7 = 5p 4 5
;
5;
5p
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8/15/2019 Sei Sepalang Abutment
307/321
,age #1 #01+0
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8/15/2019 Sei Sepalang Abutment
308/321
,age #2 #01+0
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8/15/2019 Sei Sepalang Abutment
309/321
+ #ombinasi & + +0 2)1.1 ZZZ 102+.** *.(1 / 1.1 $#%
butment aman terhaap geser arah melintang embatan
13. KONTROL TERHADAP TEGANGAN YANG TERJADI
Tagangan ;ang terai paa asar abutment !
= *0.00
2'.''(
Tegangan ;ang terai !
"#5B
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8/15/2019 Sei Sepalang Abutment
310/321
,age #) #01+0
-
8/15/2019 Sei Sepalang Abutment
311/321
,age #5 #01+0
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8/15/2019 Sei Sepalang Abutment
312/321
,age #< #01+0
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8/15/2019 Sei Sepalang Abutment
313/321
,age #+ #01+0
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8/15/2019 Sei Sepalang Abutment
314/321
,age #3 #01+0
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8/15/2019 Sei Sepalang Abutment
315/321
,age #$ #01+0
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8/15/2019 Sei Sepalang Abutment
316/321
,age )0 #01+0
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8/15/2019 Sei Sepalang Abutment
317/321
,age )1 #01+0
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8/15/2019 Sei Sepalang Abutment
318/321
,age )2 #01+0
-
8/15/2019 Sei Sepalang Abutment
319/321
,age )# #01+0
-
8/15/2019 Sei Sepalang Abutment
320/321
,age )) #01+0
-
8/15/2019 Sei Sepalang Abutment
321/321
,age )5 #01+0